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HomeMy WebLinkAboutZMA202100011 Study 2022-06-13TRAFFIC IMPACT ANALYSIS ADDENDUM To: Kobina Gaituah Cc: Kevin McDermott Andy Reitelbach Doug McAvoy,P.E. Scott Collins, P. E. From: Carl Hultgren, P.E., PTOE Date: June 13, 2022 VDOT — District Office Albemarle County Albemarle County VDOT — Residency Office Collins Engineering Subject: The Heritage on Rio — Traffic Impact Analysis (TIA) Addendum Introduction GOROVE SLADE Transportation Planners and Engineers CARLA.H Lic. No. ao��,13>�a���� l! 3IONAI 6N Ramey Kemp Associates (RKA) performed the TIA for the proposed multifamily community on the south side of Rio Road West at the Charlottesville Health and Rehab Center, and submitted the Revised TIA on February 4. VDOT issued comments on the TIA in a letter dated March 14, and Gorove Slade responded to those comments in a letter dated April 28. Based on discussion with you on June 6, the purpose of this letter is to provide more detail and clarification to our April 28 responses. Following is each comment, and our updated response to each. a Townwood Drive I Earlysville Road & Hydraulic Road I Rio Road West (Existing, Background and Build conditions) I. Page 1, Comment ii: Previous comment about using Max 1 time does not appear to have been addressed. Response: Max 1 timings have been used at this intersection in this analysis. ii. Page 2, Comment iii: Please code vehicle extension per signal timing data. Response: The vehicle extension for Phase 4 was inadvertently off by 0.5 second in the PM peak hour. This has been corrected for this analysis. b. Berkmar Drive & Rio Road West (Existing, Background and Build conditions) i. Page 2, Comment is Northbound and Southbound phases have not been coded per previous comments; they do not match signal timing data. Please code vehicle extension per signal timing data. Response: In the Synchro models, the labels on Phases 4 and 7, and on Phases 3 and 8 were inadvertently switched, but have been corrected in this analysis. The vehicle extensions have also been corrected as requested. ii. Page 5, Page 7 (Table 2): TOSAM (v2) only references standard control delay outputs from Synchro as MOEs and not the argued "Lost Time' iterations for traffic operations analyses. Response: Without the lost time adjustment, the lost times at these signals range from 6.9 to 9.6 seconds per movement. Start-up lost time is 2.0 seconds, so without the adjustment, the clearance lost time is 4.9 to 7.6 seconds of each phase, which is unrealistic and extremely conservative. However, at the request of VDOT, this analysis does not include a lost time adjustment. 4951 Lake Brook Drive / Suite 260 / Glen Allen, VA 23060 1 T 804.362.0578 goroveslade.com The Heritage on Rio - TIA Revision and Comment Responses Page 2 June 13, 2022 c. Per TOSAM (v2), the higher of the Existing PHF or 0.92 should be employed for analysis of the future (Background, Build etc.) conditions in urban locations. Response: The existing PHF at the Rio Road West at Berkmar Drive intersection is 0.83 in the AM peak hour, and 0.93 in the PM peak hour. The existing PHF at the Rio Road West / Hydraulic Drive at Earlysville Road / Townwood Drive intersection is 0.87 in the AM peak hour, and 0.88 in the PM peak hour. The February TIA kept the existing PHF's throughout the no -build and build analysis. With the PHF's increased to a minimum of 0.92 in all scenarios in this analysis, the average delays in this analysis are significantly shorter than the February TIA. Existing (2021) Intersection Capacity Analysis Capacity analysis was performed at the study intersections during the weekday AM and PM peak hour under the existing conditions. Table 2 shows the intersection capacity analysis results. Figure 4 from the February TIA shows the existing (2021) peak hour traffic volumes. Synchro, Version 10.3 was used to analyze the study intersections based on the Highway Capacity Manual (HCM) 61h Edition methodology and includes level of service (LOS), delay and queue length comparisons for the turning movements analyzed. Synchro outputs for the existing (2021) conditions are included in the Appendix. Table 1: Existina (2021) Intersection Canacitv Analvsis Results ne W AM Peak Hour PM Peak Hour 10 " me •th 'r Mr LOS .- (see) Queue Overall LOS LOS 96, Delay (see) Que e Overall LOS EBL 325 C 22.0 160 F 74.3 613 EBT/R - C 21.1 125 B 15.3 263 WBL TWLTL C 26.2 8 C 32.4 30 Hydraulic Road / Rio WBT/R - C 31.9 178 F 90.8 733 Road West at NBL 75 D 42.3 33 C E 65.4 33 E Earlysville Road / NBT - C 32.0 5 (25.4 sec) E 59.1 3 (56.2 sec) Townwood Drive NBR 75 C 32.6 20 E 64.4 43 SBL 100 C 26.9 133 D 54.9 230 SBT - C 26.6 3 D 50.5 3 SBR 100 C 23.0 183 C 24.3 158 Rio Road West at EBT/R - - - - - - - Health and Rehab WBL TWLTL A 9.2 0 N/A B 10.5 0 N/A Center Driveway WBT _ _ _ _ NBUR - B 11.9 0 C 17.8 5 EBL TWLTL B 14.2 200 D 39.4 448 EBT/R - B 15.6 138 C 21.8 230 WBL 100 B 16.1 65 C 29.5 70 Rio Road West at WBT/R - C 21.3 208 C D 43.0 418 E Berkmar Drive NBL 200 D 52.4 50 (31.5 sec) D 53.9 103 (61.6 sec) NBT/R - E 67.0 228 E 63.4 290 SBL 125 D 50.6 190 D 52.5 285 SBT/R 200 E 66.7 313 F 179.3 918 Both signalized intersections currently operate at LOS C during the AM peak hour and LOS E during the PM peak hour. 4951 Lake Brook Drive / Suite 250 1 Glen Allen, VA 23060 / T 804.362.0578 goroveslade.com The Heritage on Rio - TIA Revision and Comment Responses Page 3 June 13, 2022 No -Build (2024) Intersection Capacity Analysis Capacity analysis was performed at the study intersections during the weekday AM and PM peak hour under the no -build conditions. The no -build analysis was updated based on changes to the Synchro model from review comments. Those results are summarized in Table 3 below. The Synchro output reports are included in the appendix. Intersection capacity analysis was conducted based on existing signal timings. Both signalized study intersections are projected to continue to operate at LOS C during the AM peak hour and LOS E during the PM peak hour. 4951 Lake Brook Drive / Suite 250 1 Glen Allen, VA 23060 / T 804.362.0578 goroveslade.com The Heritage on Rio - TIA Revision and Comment Responses June 13, 2022 Page 4 Build (2024) Intersection Capacity Analysis Capacity analysis was performed at the study intersections during the weekday AM and PM peak hour under build (2024) conditions. The build analysis was updated based on changes to the Synchro model from review comments. Those results are summarized in Table 5 and the Synchro output reports are included in the Appendix. I axle 3: tsmla izuz4I intersection L;aQaClTV Anal sls Kesuns Lane AM Peak Hour PM Peak Hour Intersection Lane Group . age Delay (ft LOS (sec) Queue Overall LOS LOS (see) Queue Overall LOS EBL 325 C 22.2 168 F 83.6 878 EBT/R - C 21.1 130 B 15.7 278 WBL TWLTL C 26.2 8 C 32.6 30 Hydraulic Road / Rio WBT/R - C 32.0 190 F 103.2 803 Road West at NBL 75 D 43.5 35 C E 66.1 35 E Eadysville Road / NBT - C 32.6 3 (25.7 sec) E 58.9 3 (62.2 sec) Townwood Drive NBR 75 C 33.4 20 E 63.8 45 SBL 100 C 27.3 140 E 55.3 238 SBT - C 27.0 3 D 50.4 3 SBR 100 C 23.4 190 C 24.3 165 EBT/R - - - - - - - Rio Road West at WBL TWLTL A 9.1 0 N/A B 11.1 3 N/A West Site Driveway WBT - - - - - - - NBUR - B 12.1 5 C 15.8 5 EBT/R - - - - - - - Rio Road West at WBL TWLTL A 9.2 3 B 11.1 5 Health and Rehab WBT - - - - N/A - - - N/A Center Driveway NBL - C 15.7 3 D 25.8 8 NBR 50 B 11.0 5 B 13.2 5 EBL TWLTL B 14.0 198 E 62.7 770 EBT/R - B 15.6 150 C 23.3 268 WBL 100 B 15.9 63 D 36.0 83 Rio Road West at WBT/R - C 21.0 208 C E 62.4 560 E Berkmar Drive NBL 200 D 52.5 50 (30.8 sec) D 53.7 115 (78.3 sec) NBT/R - E 66.4 220 E 64.9 313 SBL 125 D 50.5 185 E 58.4 315 SBT/R 200 E 66.5 308 F 225.9 1,103 Under build conditions, both signalized study intersections are projected to continue to operate at LOS C during the AM peak hour and LOS E during the PM peak hour. 4951 Lake Brook Drive / Suite 250 1 Glen Allen, VA 23060 / T 804.362.0578 goroveslade.com The Heritage on Rio - TIA Revision and Comment Responses June 13, 2022 Page 5 Summary and Conclusions Based on the traffic capacity analysis and turn lane warrant analysis, the recommended improvements from the February TIA are still valid: Rio Road West at West Site Driveway: • Construct a 100 foot eastbound right -turn taper on Rio Road West • Construct a site driveway with one ingress lane and one egress lane Rio Road West at Health and Rehab Center Driveway: • Construct a northbound right -turn lane on the Health and Rehab Center Driveway with 50 feet of storage length Note that the average delays and queues at the signalized intersections are shorter than the February TIA because we increased the PHF's to a minimum of 0.92 based on your comment. As noted in the February TIA, the proposed site trips are projected to increase the total approach volume at the Rio Road West at Berkmar Drive intersection by just 3%, and the total approach volume at the Rio Road West / Hydraulic Drive at Earlysville Road / Townwood Drive intersection by just 1 %, so no improvements are warranted at these intersections. 4951 Lake Brook Drive / Suite 250 1 Glen Allen, VA 23060 / T 804.362.0578 goroveslade.com Heritage on Rio - Albemarle Existing (2021) Conditions 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West Timing Plan: AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►j +T# 0 ►j + F ►j + FF Traffic Volume (veh/h) 220 328 5 8 295 79 29 4 22 163 4 475 Future Volume (veh/h) 220 328 5 8 295 79 29 4 22 163 4 475 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-rbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 253 377 6 9 339 91 33 5 25 187 5 546 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 423 1196 19 305 564 149 85 240 203 462 384 963 Arrive On Green 0.14 0.33 0.36 0.01 0.20 0.23 0.05 0.13 0.13 0.11 0.21 0.21 Sat Flow, veh/h 1781 3580 57 1781 2779 736 1781 1870 1585 1781 1870 2790 Grp Volume(v), veh/h 253 187 196 9 215 215 33 5 25 187 5 546 Grp Sat Flow(s),veh/hAn 1781 1777 1860 1781 1777 1738 1781 1870 1585 1781 1870 1395 Q Serve(g_s), s 8.8 6.6 6.6 0.3 9.2 9.4 1.5 0.2 1.2 7.4 0.2 13.4 Cycle Q Clear(g_c), s 8.8 6.6 6.6 0.3 9.2 9.4 1.5 0.2 1.2 7.4 0.2 13.4 Prop In Lane 1.00 0.03 1.00 0.42 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 423 594 621 305 361 353 85 240 203 462 384 963 V/C Ratio(X) 0.60 0.31 0.32 0.03 0.60 0.61 0.39 0.02 0.12 0.40 0.01 0.57 Avail Cap(c_a),veh/h 1031 750 785 616 750 733 384 495 419 519 495 1129 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.6 20.8 20.8 26.2 30.3 30.0 38.8 32.0 32.4 26.4 26.6 22.4 Ina Delay (d2), s/veh 1.4 0.3 0.3 0.0 1.6 1.7 3.5 0.0 0.3 0.6 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 */dle BackOfQ(951/o),vehAn 6.4 4.8 5.0 0.3 7.1 7.0 1.3 0.2 0.8 5.3 0.1 7.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.0 21.1 21.1 26.2 31.9 31.7 42.3 32.0 32.6 26.9 26.6 23.0 LnGrp LOS C C C C C C D C C C C C Approach Vol, veh/h 636 439 63 738 Approach Delay, s/veh 21.4 31.7 37.6 24.0 Approach LOS C C D C Timer -Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 21.4 26.6 17.3 18.6 10.4 37.6 10.9 25.0 Change Period (Y+Rc), s * 9.6 * 9.6 * 7.8 * 7.8 * 9.6 * 9.6 6.9 * 7.8 Max Green Setting (Gmax), s * 40 * 35 * 12 * 22 * 15 * 35 18.1 * 22 Max Q Clear Time (g_c+I1), s 10.8 11.4 9.4 3.2 2.3 8.6 3.5 15.4 Green Ext Time (pc), s 1.0 5.6 0.2 0.1 0.0 5.1 0.1 1.9 Intersection Summary HCM 6th Chi Delay 25.4 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 10 Report GSA Page 1 Heritage on Rio - Albemarle Existing (2021) Conditions 3: Health & Rehab Driveway & Rio Road West Timing Plan: AM Peak Hour Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations +'* ) tt Y Traffic Vol, veh/h 592 6 6 426 1 3 Future Vol, veh/h 592 6 6 426 1 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - 25 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 722 7 7 520 1 4 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 729 0 1000 365 Stage 1 - - - - 726 - Stage 2 - - - - 274 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 871 - 240 632 Stage 1 - - - - 440 - Stage 2 - - - - 747 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 871 - 238 632 Mov Cap-2 Maneuver - - - - 349 - Stage 1 - - - - 440 - Stage 2 - - - - 741 - Approach EB WB NB HCM Control Delay, s 0 0.1 11.9 HCM LOS B Minor LanelMaior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) GSA NBLn1 EBT EBR WBL WBT 525 - - 871 - 0.009 - - 0.008 - 11.9 - - 9.2 - B A 0 0 Synchro 10 Report Page 1 Heritage on Rio - Albemarle Existing (2021) Conditions 4: Berkmar Drive & Rio Road West Timing Plan: AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►j +1* ►j ft ►j 1 ft Traffic Volume (veh/h) 254 252 58 76 246 143 29 53 67 113 67 176 Future Volume (veh/h) 254 252 58 76 246 143 29 53 67 113 67 176 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-rbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 306 304 70 92 296 172 35 64 81 136 81 212 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 620 1609 365 621 1084 613 151 88 112 239 289 257 Arrive On Green 0.10 0.56 0.57 0.04 0.50 0.52 0.04 0.12 0.14 0.08 0.16 0.18 Sat Flow, veh/h 1781 2876 652 1781 2186 1237 1781 748 947 1781 1777 1580 Grp Volume(v), veh/h 306 186 188 92 239 229 35 0 145 136 81 212 Grp Sat Flow(s),veh/hAn 1781 1777 1752 1781 1777 1646 1781 0 1695 1781 1777 1580 Q Serve(g_s), s 11.2 7.2 7.3 3.5 11.0 11.1 2.4 0.0 11.5 9.2 5.6 18.1 Cycle Q Clear(g_c), s 11.2 7.2 7.3 3.5 11.0 11.1 2.4 0.0 11.5 9.2 5.6 18.1 Prop In Lane 1.00 0.37 1.00 0.75 1.00 0.56 1.00 1.00 Lane Grp Cap(c), veh/h 620 994 980 621 881 816 151 0 200 239 289 257 V/C Ratio(X) 0.49 0.19 0.19 0.15 0.27 0.28 0.23 0.00 0.72 0.57 0.28 0.83 Avail Cap(c_a),veh/h 904 994 980 700 881 816 165 0 352 263 458 407 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 13.6 15.2 15.0 16.0 20.6 19.9 51.6 0.0 58.7 48.2 51.4 55.2 Ina Delay (d2), s/veh 0.6 0.4 0.4 0.1 0.8 0.9 0.8 0.0 8.2 2.4 0.9 11.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 */dle BackOfQ(951/o),vehAn 8.0 5.5 5.4 2.6 8.3 7.8 2.0 0.0 9.1 7.6 4.6 12.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.2 15.6 15.4 16.1 21.3 20.7 52.4 0.0 67.0 50.6 52.3 66.7 LnGrp LOS B B B B C C D A E D D E Approach Vol, veh/h 680 560 180 429 Approach Delay, s/veh 14.9 20.2 64.1 58.9 Approach LOS B C E E Timer -Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 21.7 76.7 11.9 29.7 12.8 85.6 18.1 23.4 Change Period (Y+Rc), s * 7.3 * 7.3 * 6.9 * 6.9 * 7.3 * 7.3 * 6.9 * 6.9 Max Green Setting (Gmax), s * 37 * 33 * 6.1 * 36 * 12 *58 * 13 * 29 Max Q Clear Time (g_c+I1), s 13.2 13.1 4.4 20.1 5.5 9.3 11.2 13.5 Green Ext Time (pc), s 1.2 7.4 0.0 1.8 0.1 8.4 0.1 0.8 Intersection Summary HCM 6th Ctrl Delay 31.5 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 10 Report GSA Page 2 Heritage on Rio - Albemarle Existing (2021) Conditions 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West Timing Plan: PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +T ft ►j + r + FF Traffic Volume (veh/h) 546 668 35 26 636 224 18 2 25 151 1 319 Future Volume (veh/h) 546 668 35 26 636 224 18 2 25 151 1 319 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-rbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 620 759 40 30 723 255 20 2 28 172 1 362 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 618 1963 103 281 712 251 56 76 65 281 209 1193 Arrive On Green 0.32 0.57 0.59 0.02 0.28 0.32 0.03 0.04 0.04 0.10 0.11 0.11 Sat Flow, veh/h 1781 3434 181 1781 2575 908 1781 1870 1585 1781 1870 2790 Grp Volume(v), veh/h 620 393 406 30 499 479 20 2 28 172 1 362 Grp Sat Flow(s),veh/hAn 1781 1777 1838 1781 1777 1707 1781 1870 1585 1781 1870 1395 Q Serve(g_s), s 40.4 15.6 15.5 1.5 35.4 35.4 1.4 0.1 2.2 11.6 0.1 10.9 Cycle Q Clear(g_c), s 40.4 15.6 15.5 1.5 35.4 35.4 1.4 0.1 2.2 11.6 0.1 10.9 Prop In Lane 1.00 0.10 1.00 0.53 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 618 1016 1050 281 491 472 56 76 65 281 209 1193 V/C Ratio(X) 1.00 0.39 0.39 0.11 1.02 1.02 0.36 0.03 0.43 0.61 0.00 0.30 Avail Cap(c_a),veh/h 618 1016 1050 459 491 472 252 324 275 281 324 1364 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.4 15.1 15.0 32.2 46.3 45.0 60.8 59.0 60.0 51.0 50.5 24.1 Ina Delay (d2), s/veh 36.9 0.2 0.2 0.2 44.5 45.3 4.7 0.1 4.5 3.9 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 */dle BackOfQ(951/o),vehAn 32.5 10.3 10.5 1.2 29.3 28.2 1.3 0.1 1.7 9.2 0.1 6.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 74.3 15.3 15.3 32.4 90.8 90.3 65.4 59.1 64.4 54.9 50.5 24.3 LnGrp LOS F B B C F F E E E D D C Approach Vol, veh/h 1419 1008 50 535 Approach Delay, s/veh 41.1 88.8 64.6 34.2 Approach LOS D F E C Timer -Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 50.0 45.0 20.0 13.0 12.2 82.8 10.9 22.1 Change Period (Y+Rc), s * 9.6 * 9.6 * 7.8 * 7.8 * 9.6 * 9.6 6.9 * 7.8 Max Green Setting (Gmax), s * 40 * 35 * 12 * 22 * 15 *35 18.1 * 22 Max Q Clear Time (g_c+I1), s 42.4 37.4 13.6 4.2 3.5 17.6 3.4 12.9 Green Ext Time (pc), s 0.0 0.0 0.0 0.1 0.0 9.2 0.0 1.4 Intersection Summary HCM 6th Chi Delay 56.2 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 10 Report GSA Page 1 Heritage on Rio - Albemarle Existing (2021) Conditions 3: Health & Rehab Driveway & Rio Road West Timing Plan: PM Peak Hour Intersection Int Delay, s/veh 0.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations +'* ►j ++ M Traffic Vol, veh/h 934 5 2 910 10 10 Future Vol, veh/h 934 5 2 910 10 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - 25 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1049 6 2 1022 11 11 Major/Minor Majorl Major2 Minorl Conflicting Flow Al 0 0 1055 0 1567 528 Stage 1 - - - - 1052 - Stage 2 - - - - 515 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 656 - 102 495 Stage 1 - - - - 297 - Stage 2 - - - - 565 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 656 - 102 495 Mov Cap-2 Maneuver - - - - 218 - Stage 1 - - - - 297 - Stage 2 - - - - 563 - Approach EB WB NB HCM Control Delay, s 0 0 17.8 HCM LOS C Minor LanelMaior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) GSA NBLn1 EBT EBR WBL WBT 303 - - 656 - 0.074 - - 0.003 - 17.8 - - 10.5 - C B 0.2 0 Synchro 10 Report Page 1 Heritage on Rio - Albemarle Existing (2021) Conditions 4: Berkmar Drive & Rio Road West Timing Plan: PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +T* rj tf, ►j I+ ►j ft Traffic Volume (veh/h) 451 440 42 60 408 232 65 96 82 197 97 395 Future Volume (veh/h) 451 440 42 60 408 232 65 96 82 197 97 395 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-rbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 485 473 45 65 439 249 70 103 88 212 104 425 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 533 1672 158 420 772 434 130 155 132 302 392 349 Arrive On Green 0.19 0.51 0.52 0.03 0.35 0.37 0.05 0.17 0.17 0.10 0.22 0.22 Sat Flow, veh/h 1781 3280 311 1781 2192 1233 1781 931 795 1781 1777 1583 Grp Volume(v), veh/h 485 255 263 65 355 333 70 0 191 212 104 425 Grp Sat Flow(s),veh/hAn 1781 1777 1814 1781 1777 1648 1781 0 1726 1781 1777 1583 Q Serve(g_s), s 24.9 12.3 12.4 3.5 24.3 24.2 4.8 0.0 15.6 14.6 7.3 33.1 Cycle Q Clear(g_c), s 24.9 12.3 12.4 3.5 24.3 24.2 4.8 0.0 15.6 14.6 7.3 33.1 Prop In Lane 1.00 0.17 1.00 0.75 1.00 0.46 1.00 1.00 Lane Grp Cap(c), veh/h 533 906 925 420 626 581 130 0 287 302 392 349 V/C Ratio(X) 0.91 0.28 0.28 0.15 0.57 0.57 0.54 0.00 0.67 0.70 0.27 1.22 Avail Cap(c_a),veh/h 699 906 925 439 626 581 215 0 369 302 392 349 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.0 21.1 21.0 29.3 39.3 38.3 50.5 0.0 58.6 45.4 48.4 58.5 Ina Delay (d2), s/veh 13.4 0.8 0.8 0.2 3.7 4.1 3.4 0.0 4.8 7.2 0.6 120.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 */dle BackOfQ(951/o),vehAn 17.9 9.2 9.3 2.8 16.7 15.7 4.1 0.0 11.6 11.4 6.0 36.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 39.4 21.8 21.7 29.5 43.0 42.4 53.9 0.0 63.4 52.5 49.0 179.3 LnGrp LOS D C C C D D D A E D D F Approach Vol, veh/h 1003 753 261 741 Approach Delay, s/veh 30.3 41.6 60.9 124.8 Approach LOS C D E F Timer -Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 36.0 60.1 13.8 40.0 12.4 83.7 22.0 31.8 Change Period (Y+Rc), s * 7.3 * 7.3 * 6.9 * 6.9 * 7.3 * 7.3 * 6.9 * 6.9 Max Green Setting (Gmax), s * 43 * 32 * 14 * 33 * 6.7 * 68 * 15 * 32 Max Q Clear Time (g_c+I1), s 26.9 26.3 6.8 35.1 5.5 14.4 16.6 17.6 Green Ext Time (pc), s 1.9 3.8 0.1 0.0 0.0 12.6 0.0 1.0 Intersection Summary HCM 6th Ctrl Delay 61.6 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 10 Report GSA Page 2 Heritage on Rio - Albemarle No -Build (2024) Conditions 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West Timing Plan: AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►j +'j's ►j ft ►j + r + FF Traffic Volume (veh/h) 237 353 5 9 318 85 31 4 24 175 4 511 Future Volume (veh/h) 237 353 5 9 318 85 31 4 24 175 4 511 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-rbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 258 384 5 10 346 92 34 4 26 190 4 555 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 424 1210 16 306 571 150 84 240 204 464 387 972 Arrive On Green 0.14 0.34 0.36 0.01 0.21 0.23 0.05 0.13 0.13 0.11 0.21 0.21 Sat Flow, veh/h 1781 3592 47 1781 2785 731 1781 1870 1585 1781 1870 2790 Grp Volume(v), veh/h 258 190 199 10 219 219 34 4 26 190 4 555 Grp Sat Flow(s),veh/hAn 1781 1777 1862 1781 1777 1739 1781 1870 1585 1781 1870 1395 Q Serve(g_s), s 9.1 6.7 6.7 0.4 9.5 9.7 1.6 0.2 1.2 7.6 0.1 13.7 Cycle Q Clear(g_c), s 9.1 6.7 6.7 0.4 9.5 9.7 1.6 0.2 1.2 7.6 0.1 13.7 Prop In Lane 1.00 0.03 1.00 0.42 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 424 599 627 306 364 357 84 240 204 464 387 972 V/C Ratio(X) 0.61 0.32 0.32 0.03 0.60 0.61 0.41 0.02 0.13 0.41 0.01 0.57 Avail Cap(c_a),veh/h 1019 741 777 612 741 725 380 489 415 516 489 1125 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.8 20.9 20.9 26.3 30.6 30.3 39.3 32.3 32.8 26.5 26.8 22.5 Ina Delay (d2), s/veh 1.4 0.3 0.3 0.1 1.6 1.7 3.8 0.0 0.3 0.6 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 */dle BackOfQ(951/o),vehAn 6.6 4.9 5.1 0.3 7.3 7.2 1.4 0.1 0.8 5.5 0.1 7.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.2 21.2 21.2 26.4 32.2 32.0 43.1 32.3 33.0 27.1 26.8 23.1 LnGrp LOS C C C C C C D C C C C C Approach Vol, veh/h 647 448 64 749 Approach Delay, s/veh 21.6 32.0 38.3 24.2 Approach LOS C C D C Timer -Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 21.6 27.0 17.5 18.7 10.4 38.2 10.9 25.3 Change Period (Y+Rc), s * 9.6 * 9.6 * 7.8 * 7.8 * 9.6 * 9.6 6.9 * 7.8 Max Green Setting (Gmax), s * 40 * 35 * 12 * 22 * 15 * 35 18.1 * 22 Max Q Clear Time (g_c+I1), s 11.1 11.7 9.6 3.2 2.4 8.7 3.6 15.7 Green Ext Time (pc), s 1.0 5.7 0.2 0.1 0.0 5.2 0.1 1.8 Intersection Summary HCM 6th Chi Delay 25.6 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 10 Report GSA Page 1 Heritage on Rio - Albemarle No -Build (2024) Conditions 3: Health & Rehab Driveway & Rio Road West Timing Plan: AM Peak Hour Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations +f, ) tt Y Traffic Vol, veh/h 637 6 6 459 1 3 Future Vol, veh/h 637 6 6 459 1 3 Conflicting Peds, Whr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - 25 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 692 7 7 499 1 3 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 699 0 960 350 Stage 1 - - - - 696 - Stage 2 - - - - 264 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 893 - 254 646 Stage 1 - - - - 456 - Stage 2 - - - - 756 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 893 - 252 646 Mov Cap-2 Maneuver - - - - 362 - Stage 1 - - - - 456 - Stage 2 - - - - 750 - Approach EB WB NB HCM Control Delay, s 0 0.1 11.7 HCM LOS B Minor LanelMaior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) GSA NBLn1 EBT EBR WBL WBT 540 - - 893 - 0.008 - - 0.007 - 11.7 - - 9.1 - B A 0 0 Synchro 10 Report Page 1 Heritage on Rio - Albemarle No -Build (2024) Conditions 4: Berkmar Drive & Rio Road West Timing Plan: AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +T* ►j ft T ft Traffic Volume (veh/h) 273 271 62 82 265 154 31 57 72 122 72 189 Future Volume (veh/h) 273 271 62 82 265 154 31 57 72 122 72 189 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-rbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 297 295 67 89 288 167 34 62 78 133 78 205 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 629 1630 365 632 1103 622 152 86 109 237 281 250 Arrive On Green 0.10 0.57 0.58 0.04 0.50 0.53 0.04 0.11 0.14 0.08 0.16 0.18 Sat Flow, veh/h 1781 2885 645 1781 2189 1234 1781 751 945 1781 1777 1580 Grp Volume(v), veh/h 297 180 182 89 232 223 34 0 140 133 78 205 Grp Sat Flow(s),veh/hAn 1781 1777 1753 1781 1777 1647 1781 0 1695 1781 1777 1580 Q Serve(g_s), s 10.7 6.9 7.0 3.4 10.4 10.5 2.3 0.0 11.1 9.0 5.4 17.5 Cycle Q Clear(g_c), s 10.7 6.9 7.0 3.4 10.4 10.5 2.3 0.0 11.1 9.0 5.4 17.5 Prop In Lane 1.00 0.37 1.00 0.75 1.00 0.56 1.00 1.00 Lane Grp Cap(c), veh/h 629 1004 991 632 895 830 152 0 195 237 281 250 V/C Ratio(X) 0.47 0.18 0.18 0.14 0.26 0.27 0.22 0.00 0.72 0.56 0.28 0.82 Avail Cap(c_a),veh/h 920 1004 991 714 895 830 166 0 352 262 458 407 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 13.1 14.7 14.6 15.5 19.8 19.1 52.0 0.0 59.0 48.7 51.9 55.5 Ina Delay (d2), s/veh 0.6 0.4 0.4 0.1 0.7 0.8 0.7 0.0 8.2 2.2 0.9 10.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 */dle BackOfQ(951/o),vehAn 7.7 5.2 5.2 2.5 8.0 7.5 1.9 0.0 8.9 7.5 4.5 12.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.7 15.1 15.0 15.6 20.5 19.9 52.7 0.0 67.2 50.9 52.8 66.3 LnGrp LOS B B B B C B D A E D D E Approach Vol, veh/h 659 544 174 416 Approach Delay, s/veh 14.4 19.5 64.3 58.8 Approach LOS B B E E Timer -Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 21.2 77.8 11.9 29.1 12.6 86.4 18.0 23.0 Change Period (Y+Rc), s * 7.3 * 7.3 * 6.9 * 6.9 * 7.3 * 7.3 * 6.9 * 6.9 Max Green Setting (Gmax), s * 37 * 33 * 6.1 * 36 * 12 * 58 * 13 * 29 Max Q Clear Time (g_c+I1), s 12.7 12.5 4.3 19.5 5.4 9.0 11.0 13.1 Green Ext Time (pc), s 1.2 7.3 0.0 1.8 0.1 8.1 0.1 0.7 Intersection Summary HCM 6th Ctrl Delay 31.1 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 10 Report GSA Page 2 Heritage on Rio - Albemarle No -Build (2024) Conditions 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West Timing Plan: PM Peak Hour 4e~ t4\ t ti 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►j +T# ►j ft ►j + F + FF Traffic Volume (veh/h) 588 719 38 28 685 241 19 2 27 163 1 343 Future Volume (veh/h) 588 719 38 28 685 241 19 2 27 163 1 343 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-rbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 639 782 41 30 745 262 21 2 29 177 1 373 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 616 1957 103 276 711 250 55 82 69 284 214 1197 Arrive On Green 0.31 0.57 0.59 0.02 0.28 0.31 0.03 0.04 0.04 0.09 0.11 0.11 Sat Flow, veh/h 1781 3435 180 1781 2578 906 1781 1870 1585 1781 1870 2790 Grp Volume(v), veh/h 639 404 419 30 514 493 21 2 29 177 1 373 Grp Sat Flow(s),veh/hAn 1781 1777 1838 1781 1777 1707 1781 1870 1585 1781 1870 1395 Q Serve(g_s), s 40.4 16.3 16.2 1.5 35.4 35.4 1.5 0.1 2.3 12.0 0.1 11.3 Cycle Q Clear(g_c), s 40.4 16.3 16.2 1.5 35.4 35.4 1.5 0.1 2.3 12.0 0.1 11.3 Prop In Lane 1.00 0.10 1.00 0.53 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 616 1012 1047 276 490 471 55 82 69 284 214 1197 V/C Ratio(X) 1.04 0.40 0.40 0.11 1.05 1.05 0.38 0.02 0.42 0.62 0.00 0.31 Avail Cap(c_a),veh/h 616 1012 1047 453 490 471 251 323 274 284 323 1360 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.6 15.4 15.3 32.4 46.5 45.2 61.0 58.8 59.8 51.0 50.4 24.1 Ina Delay (d2), s/veh 46.1 0.3 0.2 0.2 54.0 54.8 5.1 0.1 4.0 4.2 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 */dle BackOfQ(951/o),vehAn 35.1 10.6 10.9 1.2 31.5 30.3 1.4 0.1 1.8 9.4 0.1 6.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 83.6 15.6 15.6 32.6 100.5 100.0 66.1 58.9 63.8 55.2 50.4 24.3 LnGrp LOS F B B C F F E E E E D C Approach Vol, veh/h 1462 1037 52 551 Approach Delay, s/veh 45.3 98.3 64.5 34.3 Approach LOS D F E C Timer -Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 50.0 45.0 20.0 13.4 12.2 82.8 10.9 22.5 Change Period (Y+Rc), s * 9.6 * 9.6 * 7.8 * 7.8 * 9.6 * 9.6 6.9 * 7.8 Max Green Setting (Gmax), s * 40 * 35 * 12 * 22 * 15 * 35 18.1 * 22 Max Q Clear Time (g_c+I1), s 42.4 37.4 14.0 4.3 3.5 18.3 3.5 13.3 Green Ext Time (pc), s 0.0 0.0 0.0 0.1 0.0 9.2 0.0 1.4 Intersection Summary HCM 6th Chi Delay 61.4 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 10 Report GSA Page 1 Heritage on Rio - Albemarle No -Build (2024) Conditions 3: Health & Rehab Driveway & Rio Road West Timing Plan: PM Peak Hour Intersection Int Delay, s/veh 0.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations +f, ) }+ M Traffic Vol, veh/h 1006 5 2 980 11 11 Future Vol, veh/h 1006 5 2 980 11 11 Conflicting Peds, Whr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - 25 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1093 5 2 1065 12 12 Major/Minor Majorl Major2 Minorl Conflicting Flow Al 0 0 1098 0 1633 549 Stage 1 - - - - 1096 - Stage 2 - - - - 537 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 631 - 92 480 Stage 1 - - - - 282 - Stage 2 - - - - 550 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 631 - 92 480 Mov Cap-2 Maneuver - - - - 206 - Stage 1 - - - - 282 - Stage 2 - - - - 548 - Approach EB WB NB HCM Control Delay, s 0 0 18.6 HCM LOS C Minor LanelMaior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) GSA NBLn1 EBT EBR WBL WBT 288 - - 631 - 0.083 - - 0.003 - 18.6 - - 10.7 - C B 0.3 0 Synchro 10 Report Page 1 Heritage on Rio - Albemarle No -Build (2024) Conditions 4: Berkmar Drive & Rio Road West Timing Plan: PM Peak Hour �� 7 �� 4- 1 P y l r Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 0 ►j 0 T# ►j ft Traffic Volume (veh/h) 486 474 45 65 439 250 70 103 88 212 104 425 Future Volume (veh/h) 486 474 45 65 439 250 70 103 88 212 104 425 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-rbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 523 510 48 70 472 269 75 111 95 228 112 457 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 553 1653 155 374 663 376 134 157 134 293 392 349 Arrive On Green 0.24 0.50 0.52 0.04 0.30 0.33 0.05 0.17 0.17 0.10 0.22 0.22 Sat Flow, veh/h 1781 3284 308 1781 2186 1239 1781 930 796 1781 1777 1583 Grp Volume(v), veh/h 523 275 283 70 383 358 75 0 206 228 112 457 Grp Sat Flow(s),veh/hAn 1781 1777 1815 1781 1777 1647 1781 0 1725 1781 1777 1583 Q Serve(g_s), s 32.2 13.7 13.7 4.0 28.7 28.7 5.2 0.0 16.9 15.1 7.9 33.1 Cycle Q Clear(g_c), s 32.2 13.7 13.7 4.0 28.7 28.7 5.2 0.0 16.9 15.1 7.9 33.1 Prop In Lane 1.00 0.17 1.00 0.75 1.00 0.46 1.00 1.00 Lane Grp Cap(c), veh/h 553 895 914 374 539 500 134 0 291 293 392 349 V/C Ratio(X) 0.95 0.31 0.31 0.19 0.71 0.72 0.56 0.00 0.71 0.78 0.29 1.31 Avail Cap(c_a),veh/h 635 895 914 386 539 500 215 0 369 293 392 349 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.2 21.9 21.8 33.9 46.4 45.3 50.2 0.0 58.9 46.5 48.6 58.5 Ina Delay (d2), s/veh 21.8 0.9 0.9 0.2 7.8 8.5 3.6 0.0 6.4 12.6 0.7 158.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 */dle BackOfQ(951/o),vehAn 23.7 9.9 10.1 3.2 19.9 18.7 4.4 0.0 12.5 12.7 6.4 42.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 56.0 22.8 22.7 34.1 54.2 53.8 53.8 0.0 65.3 59.1 49.3 216.4 LnGrp LOS E C C C D D D A E E D F Approach Vol, veh/h 1081 811 281 797 Approach Delay, s/veh 38.8 52.3 62.2 147.9 Approach LOS D D E F Timer -Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 43.1 52.8 14.2 40.0 13.0 82.8 22.0 32.2 Change Period (Y+Rc), s * 7.3 * 7.3 * 6.9 * 6.9 * 7.3 * 7.3 * 6.9 * 6.9 Max Green Setting (Gmax), s * 43 * 32 * 14 * 33 * 6.7 * 68 * 15 * 32 Max Q Clear Time (g_c+l1), s 34.2 30.7 7.2 35.1 6.0 15.7 17.1 18.9 Green Ext Time (pc), s 1.6 0.7 0.1 0.0 0.0 13.8 0.0 1.1 Intersection Summary HCM 6th Ctrl Delay 74.0 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 10 Report GSA Page 2 Heritage on Rio - Albemarle Build (2024) Conditions 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West Timing Plan: AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►j 0 0 ►j + r + FF Traffic Volume (veh/h) 237 358 5 9 332 86 31 4 24 175 4 511 Future Volume (veh/h) 237 358 5 9 332 86 31 4 24 175 4 511 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-rbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 258 389 5 10 361 93 34 4 26 190 4 555 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 422 1226 16 310 590 150 83 240 203 462 386 969 Arrive On Green 0.14 0.34 0.36 0.01 0.21 0.23 0.05 0.13 0.13 0.11 0.21 0.21 Sat Flow, veh/h 1781 3593 46 1781 2805 714 1781 1870 1585 1781 1870 2790 Grp Volume(v), veh/h 258 192 202 10 227 227 34 4 26 190 4 555 Grp Sat Flow(s),veh/hAn 1781 1777 1862 1781 1777 1742 1781 1870 1585 1781 1870 1395 Q Serve(g_s), s 9.1 6.8 6.8 0.4 9.9 10.1 1.6 0.2 1.2 7.6 0.1 13.9 Cycle Q Clear(g_c), s 9.1 6.8 6.8 0.4 9.9 10.1 1.6 0.2 1.2 7.6 0.1 13.9 Prop In Lane 1.00 0.02 1.00 0.41 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 422 606 635 310 374 366 83 240 203 462 386 969 V/C Ratio(X) 0.61 0.32 0.32 0.03 0.61 0.62 0.41 0.02 0.13 0.41 0.01 0.57 Avail Cap(c_a),veh/h 1011 735 770 613 735 720 377 485 411 512 485 1116 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.8 20.8 20.8 26.2 30.6 30.3 39.7 32.6 33.1 26.8 27.0 22.8 Ina Delay (d2), s/veh 1.4 0.3 0.3 0.1 1.6 1.7 3.9 0.0 0.3 0.6 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 */dle BackOfQ(951/o),vehAn 6.7 5.0 5.2 0.3 7.6 7.6 1.4 0.1 0.8 5.6 0.1 7.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.2 21.1 21.1 26.2 32.2 32.0 43.5 32.6 33.4 27.3 27.0 23.4 LnGrp LOS C C C C C C D C C C C C Approach Vol, veh/h 652 464 64 749 Approach Delay, s/veh 21.5 32.0 38.7 24.4 Approach LOS C C D C Timer -Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 21.7 27.6 17.6 18.8 10.4 38.8 10.9 25.5 Change Period (Y+Rc), s * 9.6 * 9.6 * 7.8 * 7.8 * 9.6 * 9.6 6.9 * 7.8 Max Green Setting (Gmax), s * 40 * 35 * 12 * 22 * 15 * 35 18.1 * 22 Max Q Clear Time (g_c+I1), s 11.1 12.1 9.6 3.2 2.4 8.8 3.6 15.9 Green Ext Time (pc), s 1.0 5.9 0.2 0.1 0.0 5.3 0.1 1.8 Intersection Summary HCM 6th Chi Delay 25.7 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 10 Report GSA Page 1 Heritage on Rio - Albemarle Build (2024) Conditions 2: Site Driveway & Rio Road West Timing Plan: AM Peak Hour Intersection Int Delay, s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations +'+ ) tt Y Traffic Vol, veh/h 645 3 9 466 8 26 Future Vol, veh/h 645 3 9 466 8 26 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - 25 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 701 3 10 507 9 28 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 704 0 977 352 Stage 1 - - - - 703 - Stage 2 - - - - 274 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 890 - 248 644 Stage 1 - - - - 452 - Stage 2 - - - - 747 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 890 - 245 644 Mov Cap-2 Maneuver - - - - 357 - Stage 1 - - - - 452 - Stage 2 - - - - 739 - Approach EB WB NB HCM Control Delay, s 0 0.2 12.1 HCM LOS B Minor Lane/Maior Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 542 - - 890 - HCM Lane V/C Ratio 0.068 - - 0.011 - HCM Control Delay (s) 12.1 - - 9.1 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.2 - - 0 - Synchro 10 Report GSA Page 1 Heritage on Rio - Albemarle Build (2024) Conditions 3: Health & Rehab Driveway & Rio Road West Timing Plan: AM Peak Hour Intersection Int Delay, s/veh 0.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations +f, ►j ++ ►j r Traffic Vol, veh/h 663 8 15 468 7 30 Future Vol, veh/h 663 8 15 468 7 30 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - 25 - 0 50 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 721 9 16 509 8 33 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 730 0 1013 365 Stage 1 - - - - 726 - Stage 2 - - - - 287 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 870 - 235 632 Stage 1 - - - - 440 - Stage 2 - - - - 736 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 870 - 231 632 Mov Cap-2 Maneuver - - - - 345 - Stage 1 - - - - 440 - Stage 2 - - - - 723 - Approach EB WB NB HCM Control Delay, s 0 0.3 11.9 HCM LOS B Minor LanelMaior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) GSA NBLn1NBLn2 EBT EBR WBL WBT 345 632 - - 870 - 0.022 0.052 - - 0.019 - 15.7 11 - - 9.2 - C B A 0.1 0.2 0.1 Synchro 10 Report Page 1 Heritage on Rio - Albemarle Build (2024) Conditions 4: Berkmar Drive & Rio Road West Timing Plan: AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►j 0 0 ►j 1 0 Traffic Volume (veh/h) 280 314 65 82 280 154 32 57 72 122 72 191 Future Volume (veh/h) 280 314 65 82 280 154 32 57 72 122 72 191 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-rbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 304 341 71 89 304 167 35 62 78 133 78 208 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 621 1652 340 605 1115 598 152 88 110 239 285 253 Arrive On Green 0.10 0.56 0.58 0.04 0.50 0.52 0.04 0.12 0.14 0.08 0.16 0.18 Sat Flow, veh/h 1781 2934 604 1781 2233 1197 1781 751 945 1781 1777 1580 Grp Volume(v), veh/h 304 205 207 89 240 231 35 0 140 133 78 208 Grp Sat Flow(s),veh/hAn 1781 1777 1760 1781 1777 1653 1781 0 1695 1781 1777 1580 Q Serve(g_s), s 11.1 8.0 8.1 3.4 11.0 11.0 2.4 0.0 11.1 9.0 5.4 17.7 Cycle Q Clear(g_c), s 11.1 8.0 8.1 3.4 11.0 11.0 2.4 0.0 11.1 9.0 5.4 17.7 Prop In Lane 1.00 0.34 1.00 0.72 1.00 0.56 1.00 1.00 Lane Grp Cap(c), veh/h 621 1001 991 605 887 826 152 0 198 239 285 253 V/C Ratio(X) 0.49 0.20 0.21 0.15 0.27 0.28 0.23 0.00 0.71 0.56 0.27 0.82 Avail Cap(c_a),veh/h 906 1001 991 686 887 826 166 0 352 265 458 407 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 13.4 15.1 15.0 15.8 20.3 19.6 51.8 0.0 58.7 48.5 51.6 55.4 Ina Delay (d2), s/veh 0.6 0.5 0.5 0.1 0.8 0.8 0.8 0.0 7.7 2.0 0.9 11.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 */dle BackOfQ(951/o),vehAn 7.9 6.0 6.0 2.5 8.3 7.8 2.0 0.0 8.8 7.4 4.5 12.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.0 15.6 15.4 15.9 21.0 20.5 52.5 0.0 66.4 50.5 52.5 66.5 LnGrp LOS B B B B C C D A E D D E Approach Vol, veh/h 716 560 175 419 Approach Delay, s/veh 14.9 20.0 63.6 58.8 Approach LOS B B E E Timer -Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 21.6 77.2 11.9 29.3 12.6 86.1 18.0 23.3 Change Period (Y+Rc), s * 7.3 * 7.3 * 6.9 * 6.9 * 7.3 * 7.3 * 6.9 * 6.9 Max Green Setting (Gmax), s * 37 * 33 * 6.1 * 36 * 12 * 58 * 13 * 29 Max Q Clear Time (g_c+I1), s 13.1 13.0 4.4 19.7 5.4 10.1 11.0 13.1 Green Ext Time (pc), s 1.2 7.5 0.0 1.8 0.1 9.4 0.1 0.7 Intersection Summary HCM 6th Ctrl Delay 30.8 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 10 Report GSA Page 2 Heritage on Rio - Albemarle Build (2024) Conditions 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West Timing Plan: PM Peak Hour 4e~ t4\ t ti 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +T# ►j ft ►j + r + FF Traffic Volume (veh/h) 588 733 38 28 694 241 19 2 27 164 1 343 Future Volume (veh/h) 588 733 38 28 694 241 19 2 27 164 1 343 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-rbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 639 797 41 30 754 262 21 2 29 178 1 373 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 616 1959 101 273 713 248 55 82 69 284 214 1197 Arrive On Green 0.31 0.57 0.59 0.02 0.28 0.31 0.03 0.04 0.04 0.09 0.11 0.11 Sat Flow, veh/h 1781 3439 177 1781 2587 899 1781 1870 1585 1781 1870 2790 Grp Volume(v), veh/h 639 412 426 30 518 498 21 2 29 178 1 373 Grp Sat Flow(s),veh/hAn 1781 1777 1839 1781 1777 1709 1781 1870 1585 1781 1870 1395 Q Serve(g_s), s 40.4 16.7 16.6 1.5 35.4 35.4 1.5 0.1 2.3 12.1 0.1 11.3 Cycle Q Clear(g_c), s 40.4 16.7 16.6 1.5 35.4 35.4 1.5 0.1 2.3 12.1 0.1 11.3 Prop In Lane 1.00 0.10 1.00 0.53 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 616 1012 1048 273 490 471 55 82 69 284 214 1197 V/C Ratio(X) 1.04 0.41 0.41 0.11 1.06 1.06 0.38 0.02 0.42 0.63 0.00 0.31 Avail Cap(c_a),veh/h 616 1012 1048 450 490 471 251 323 274 284 323 1360 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.6 15.5 15.4 32.4 46.5 45.2 61.0 58.8 59.8 51.0 50.4 24.1 Ina Delay (d2), s/veh 46.1 0.3 0.3 0.2 56.7 57.5 5.1 0.1 4.0 4.3 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 */dle BackOfQ(951/o),vehAn 35.1 10.9 11.1 1.2 32.1 30.9 1.4 0.1 1.8 9.5 0.1 6.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 83.6 15.7 15.7 32.6 103.2 102.7 66.1 58.9 63.8 55.3 50.4 24.3 LnGrp LOS F B B C F F E E E E D C Approach Vol, veh/h 1477 1046 52 552 Approach Delay, s/veh 45.1 101.0 64.5 34.4 Approach LOS D F E C Timer -Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 50.0 45.0 20.0 13.4 12.2 82.8 10.9 22.5 Change Period (Y+Rc), s * 9.6 * 9.6 * 7.8 * 7.8 * 9.6 * 9.6 6.9 * 7.8 Max Green Setting (Gmax), s * 40 * 35 * 12 * 22 * 15 * 35 18.1 * 22 Max Q Clear Time (g_c+I1), s 42.4 37.4 14.1 4.3 3.5 18.7 3.5 13.3 Green Ext Time (pc), s 0.0 0.0 0.0 0.1 0.0 9.3 0.0 1.4 Intersection Summary HCM 6th Chi Delay 62.2 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 10 Report GSA Page 1 Heritage on Rio - Albemarle Build (2024) Conditions 2: Site Driveway & Rio Road West Timing Plan: PM Peak Hour Intersection Int Delay, s/veh 0.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations +'* ) ++ Y Traffic Vol, veh/h 1015 11 26 996 5 17 Future Vol, veh/h 1015 11 26 996 5 17 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - 25 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1103 12 28 1083 5 18 Major/Minor Majorl Major2 Minorl Conflicting Flow Al 0 0 1115 0 1707 558 Stage 1 - - - - 1109 - Stage 2 - - - - 598 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 622 - 82 473 Stage 1 - - - - 277 - Stage 2 - - - - 512 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 622 - 78 473 Mov Cap-2 Maneuver - - - - 194 - Stage 1 - - - - 277 - Stage 2 - - - - 489 - Approach EB WB NB HCM Control Delay, s 0 0.3 15.8 HCM LOS C Minor LanelMaior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) GSA NBLn1 EBT EBR WBL WBT 356 - - 622 - 0.067 - - 0.045 - 15.8 - - 11.1 - C B 0.2 0.1 Synchro 10 Report Page 1 Heritage on Rio - Albemarle Build (2024) Conditions 3: Health & Rehab Driveway & Rio Road West Timing Plan: PM Peak Hour Intersection Int Delay, s/veh 0.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 0 Traffic Vol, veh/h 1023 Future Vol, veh/h 1023 Conflicting Peds, #/hr 0 Sign Control Free RT Channelized Storage Length - Veh in Median Storage, # 0 Grade, % 0 Peak Hour Factor 92 Heavy Vehicles, % 2 Mvmt Flow 1112 Conflicting Flow Al 0 Stage 1 - Stage 2 - Critical Hdwy - Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - Follow-up Hdwy - Pot Cap-1 Maneuver - Stage 1 - Stage 2 - Platoon blocked, % - Mov Cap-1 Maneuver - Mov Cap-2 Maneuver - Stage 1 - Stage 2 - 9 29 1006 16 28 9 29 1006 16 28 0 0 0 0 0 Free Free Free Stop Stop None - None - None 25 - 0 50 0 0 0 0 92 92 92 92 92 2 2 2 2 2 10 32 1093 17 30 Maior2 Minorl 0 1122 0 1728 561 - - - 1117 - - - 611 - 4.14 - 6.84 6.94 - - 5.84 - - - 5.84 - 2.22 - 3.52 3.32 618 - 79 471 - - 275 - - - 504 - 618 - 75 471 - - 190 - - - 275 - - - 478 - Approach EB WB NB HCM Control Delay, s 0 0.3 17.8 HCM LOS C Minor LanelMaior Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 190 471 - - 618 - HCM Lane V/C Ratio 0.092 0.065 - - 0.051 - HCM Control Delay (s) 25.8 13.2 - - 11.1 - HCM Lane LOS D B - - B - HCM 95th %tile O(veh) 0.3 0.2 - - 0.2 - Synchro 10 Report GSA Page 1 Heritage on Rio - Albemarle Build (2024) Conditions 4: Berkmar Drive & Rio Road West Timing Plan: PM Peak Hour ��-V 4-4% t� ti 1 w Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +T* rj tT+ ►j 1� ►j ft Traffic Volume (veh/h) 490 502 47 65 482 250 73 103 88 212 104 432 Future Volume (veh/h) 490 502 47 65 482 250 73 103 88 212 104 432 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-rbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 527 540 51 70 518 269 78 111 95 228 112 465 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 554 1646 155 352 644 333 137 158 135 294 392 349 Arrive On Green 0.26 0.50 0.51 0.04 0.28 0.31 0.05 0.17 0.17 0.10 0.22 0.22 Sat Flow, veh/h 1781 3282 309 1781 2264 1172 1781 930 796 1781 1777 1583 Grp Volume(v), veh/h 527 292 299 70 406 381 78 0 206 228 112 465 Grp Sat Flow(s),veh/hAn 1781 1777 1815 1781 1777 1659 1781 0 1725 1781 1777 1583 Q Serve(g_s), s 35.2 14.7 14.7 4.2 31.8 31.8 5.4 0.0 16.9 15.1 7.9 33.1 Cycle Q Clear(g_c), s 35.2 14.7 14.7 4.2 31.8 31.8 5.4 0.0 16.9 15.1 7.9 33.1 Prop In Lane 1.00 0.17 1.00 0.71 1.00 0.46 1.00 1.00 Lane Grp Cap(c), veh/h 554 891 910 352 505 472 137 0 293 294 392 349 V/C Ratio(X) 0.95 0.33 0.33 0.20 0.80 0.81 0.57 0.00 0.70 0.77 0.29 1.33 Avail Cap(c_a),veh/h 605 891 910 362 505 472 215 0 369 294 392 349 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.4 22.3 22.2 35.8 49.8 48.7 50.0 0.0 58.7 46.3 48.6 58.5 Ina Delay (d2), s/veh 24.2 1.0 1.0 0.3 12.7 13.8 3.7 0.0 6.2 12.1 0.7 167.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 */dle BackOfQ(951/o),vehAn 30.8 10.5 10.7 3.3 22.4 21.1 4.6 0.0 12.5 12.6 6.4 44.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 62.7 23.3 23.2 36.0 62.5 62.5 53.7 0.0 64.9 58.4 49.3 225.9 LnGrp LOS E C C D E E D A E E D F Approach Vol, veh/h 1118 857 284 805 Approach Delay, s/veh 41.8 60.3 61.8 153.9 Approach LOS D E E F Timer -Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 45.7 50.0 14.4 40.0 13.1 82.5 22.0 32.4 Change Period (Y+Rc), s * 7.3 * 7.3 * 6.9 * 6.9 * 7.3 * 7.3 * 6.9 * 6.9 Max Green Setting (Gmax), s * 43 * 32 * 14 * 33 * 6.7 * 68 * 15 * 32 Max Q Clear Time (g_c+I1), s 37.2 33.8 7.4 35.1 6.2 16.7 17.1 18.9 Green Ext Time (pc), s 1.2 0.0 0.1 0.0 0.0 14.7 0.0 1.1 Intersection Summary HCM 6th Ctrl Delay 78.3 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 10 Report GSA Page 2